CN114439545A - Extremely high stress large deformation difference unloading deformation blocking method - Google Patents
Extremely high stress large deformation difference unloading deformation blocking method Download PDFInfo
- Publication number
- CN114439545A CN114439545A CN202210100284.6A CN202210100284A CN114439545A CN 114439545 A CN114439545 A CN 114439545A CN 202210100284 A CN202210100284 A CN 202210100284A CN 114439545 A CN114439545 A CN 114439545A
- Authority
- CN
- China
- Prior art keywords
- surrounding rock
- deformation
- rock
- rock mass
- shallow
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 29
- 230000000903 blocking effect Effects 0.000 title claims abstract description 19
- 239000011435 rock Substances 0.000 claims abstract description 196
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 52
- 239000010959 steel Substances 0.000 claims abstract description 52
- 229920006395 saturated elastomer Polymers 0.000 claims description 16
- 230000002787 reinforcement Effects 0.000 claims description 15
- 230000003014 reinforcing effect Effects 0.000 claims description 11
- 238000004873 anchoring Methods 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- 230000008595 infiltration Effects 0.000 claims description 4
- 238000001764 infiltration Methods 0.000 claims description 4
- 238000012937 correction Methods 0.000 claims description 3
- 239000003673 groundwater Substances 0.000 claims description 3
- 230000008602 contraction Effects 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 7
- 238000005728 strengthening Methods 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 230000005540 biological transmission Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000011065 in-situ storage Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- PCHJSUWPFVWCPO-UHFFFAOYSA-N gold Chemical compound [Au] PCHJSUWPFVWCPO-UHFFFAOYSA-N 0.000 description 1
- 239000010931 gold Substances 0.000 description 1
- 229910052737 gold Inorganic materials 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 239000012779 reinforcing material Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000000518 rheometry Methods 0.000 description 1
- 150000003839 salts Chemical class 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
- E21D21/006—Anchoring-bolts made of cables or wires
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Physics & Mathematics (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Geometry (AREA)
- Computer Hardware Design (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Civil Engineering (AREA)
- Architecture (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a difference unloading deformation blocking method for extremely high stress and large deformation, which comprises the steps of determining the maximum range value of a surrounding rock loosening ring and the radius of a surrounding rock plastic zone; then dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside; then determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and surrounding rock parameters, and determining a deep supporting range based on the radius of the surrounding rock plastic zone and the surrounding rock parameters; and finally, connecting the deep supporting end part and the shallow supporting end part through a steel strand, determining unloading completion based on the deformation condition of the steel strand, not only considering the influence of high ground stress on the surrounding rock, but also considering the influence of high head pressure on the surrounding rock, and calculating an extremely strong deformation value of the surrounding rock through a formula, thereby accurately and effectively avoiding the large deformation of the underground chamber and ensuring the personal safety and the engineering progress of construction workers.
Description
Technical Field
The invention belongs to the technical field of tunnels and underground engineering, and particularly relates to a difference unloading deformation blocking method for extremely high stress and large deformation.
Background
The large deformation of the surrounding rock is a geological disaster phenomenon which often occurs after the underground chamber is excavated, the deformation of the surrounding rock refers to the change of the shape and the volume of rock mass around the underground chamber and the change of a cavity wall, and is a general term for the rheology, the creep, the displacement, the sedimentation and the bottom heave of the surrounding rock. Caving and collapse of loose and broken surrounding rock masses, local and overall radial large deformation and collapse of weak and expansive soil and rock masses, mountain deformation, and rock burst in hard and complete rock masses. The deformation of the surrounding rock is caused by the action of external factors, such as changes in stress. When the underground cavern is excavated in the rock mass, the rock mass which is originally in a balanced state generates stress change, namely surrounding rock stress release. The surrounding rock rebounds within the range influenced by the stress release to form a rebounding area; within a certain range close to the periphery of the hole, the surrounding rock is deformed to loosen the rock body, so that a loosening area is formed. The deformation of the surrounding rock has great influence on the pressure of the mountain rock on the lining or the support. Both excessive and insufficient wall rock deformation can cause the pressure of the rock to increase. Proper surrounding rock deformation can reduce the pressure of the rock to a certain extent.
The large deformation event of surrounding rocks occurs in the underground chamber excavation process, and the influences on the life safety of construction workers, the engineering progress and the property loss are very great. According to abundant engineering experience, the large deformation caused by underground chamber excavation is sudden, so that the study of the large deformation of the surrounding rock has important practical significance on survey design, construction and long-term stability in the later period of the long and large tunnel; the existing research shows that the large deformation influence factors of the surrounding rock of the underground chamber mainly comprise two aspects, wherein the first is that the surrounding rock is extruded and deformed due to high ground stress existing in the rock body; secondly, the surrounding rock is damaged due to the existence of high water head pressure in the rock body. The prior art generally only considers one of the influencing factors to avoid large deformation of the underground chamber.
Therefore, how to more accurately and effectively avoid the large deformation of the underground chamber and ensure the life safety and the engineering progress of construction workers is a technical problem to be solved by technical personnel in the field.
Disclosure of Invention
The invention aims to more accurately and effectively avoid large deformation of an underground chamber and provides a difference unloading deformation blocking method for extremely high stress and large deformation.
The technical scheme of the invention is as follows: a difference unloading deformation blocking method for extremely high stress and large deformation comprises the following steps:
s1, determining the maximum range value of the loose circle of the surrounding rock and the plastic zone radius of the surrounding rock;
s2, dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside;
s3, determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and the surrounding rock parameters, and determining a deep supporting range based on the surrounding rock plastic zone radius and the surrounding rock parameters;
and S4, arranging a steel strand expansion piece in the middle, connecting the deep supporting end part and the shallow supporting end part through a steel strand, and determining unloading completion based on the deformation values of the deep part and the shallow part after reinforcement.
Further, the maximum range value of the surrounding rock loosening ring is determined by the following formula:
in the formula, HmaxIs the maximum range value of the loosening ring of the surrounding rock, DmaxMaximum opening diameter of tunnel, σ1Is the initial ground stress value of the rock mass, C is the cohesion of the rock mass,
the internal friction angle of the rock mass, Vw is the hourly infiltration of groundwater.
Further, the surrounding rock plastic zone radius is determined by the following formula:
wherein R is the plastic zone radius of the surrounding rock, DmaxIn order to be the maximum opening diameter of the tunnel,
is the internal angle of friction, σ, of the rock massmaxIs the maximum principal stress of the rock mass, RcThe uniaxial saturated compressive strength of the rock mass, C the cohesive force of the rock mass,
the internal friction angle of the rock mass, Vw the hourly permeation quantity of underground water and alpha the correction coefficient of the surrounding rock plastic zone.
Further, the surrounding rock parameters specifically include the cohesion of the rock mass, the internal friction angle of the rock mass, the uniaxial saturated compressive strength of the rock mass, the maximum principal stress of the rock mass and the integrity coefficient of the rock mass.
Further, the deep support range is determined by the following formula:
in the formula, L1For deep support range, DmaxThe maximum opening diameter of the tunnel, R is the plastic zone radius of the surrounding rock, lambda is the corrected value of the uniaxial saturated compressive strength of the rock mass, and R iscIs uniaxial saturated compressive strength of rock mass, sigmamaxThe maximum principal stress of the rock mass, C the cohesion of the rock mass,
is the internal friction angle of the rock mass.
Further, the shallow support range is determined by the following formula:
in the formula, L2In the shallow supporting range, HmaxIs the maximum range value of the loosening ring of the surrounding rock, sigmamaxThe maximum principal stress of the rock mass, C the cohesion of the rock mass, RcIs the uniaxial saturated compressive strength of the rock mass,
is the internal angle of friction, K, of the rock massvIs the complete coefficient of the rock mass.
Further, in step S4, the steel strand extending from both ends of the steel strand expander is connected to the deep support end and the shallow support end by a two-stage reinforcement method, so that the surrounding rock loosening ring forms a whole, and the steel strand expander can limit the expansion of the steel strand.
Further, the step S4 specifically includes the following sub-steps:
s41, calculating the reference deformation of the shallow part after reinforcement through a preset formula;
s42, anchoring the steel strand extending out of one end of the steel strand expansion piece to the deep part;
s43, reinforcing the deep part, and when the deformation of the reinforced deep part reaches one third of the reference deformation, anchoring the steel strand extending out of the other end of the steel strand expansion piece to the shallow part and then reinforcing the shallow part;
and S44, tightening the steel strand after the shallow part is reinforced, and limiting the steel strand when the deformation of the shallow part after reinforcement reaches the reference deformation.
Further, the preset formula is specifically as follows:
wherein, delta is deformation of the surrounding rock after shallow part reinforcement, HmaxIs the maximum range value of the loosening ring of the surrounding rock, KvIs the coefficient of integrity of the rock mass, DmaxThe maximum opening diameter of the tunnel.
Compared with the prior art, the invention has the following beneficial effects:
the method comprises the steps of firstly determining the maximum range value of the loose circle of the surrounding rock and the radius of the plastic zone of the surrounding rock; then dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside; then determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and the surrounding rock parameters, and determining a deep supporting range based on the surrounding rock plastic zone radius and the surrounding rock parameters; and finally, connecting the deep supporting end part and the shallow supporting end part by using a two-section reinforcing method through steel strands, and reinforcing the surrounding rock loosening ring into a whole to block the stress transmission. And the unloading completion is determined based on the deformation condition of the steel strand, the influence of high ground stress on the surrounding rock is considered, the influence of high head pressure on the surrounding rock is also considered, the extremely strong deformation value of the surrounding rock is calculated through a formula, the large deformation of the underground chamber is accurately and effectively avoided, and the life safety and the engineering progress of construction workers are guaranteed.
Drawings
Fig. 1 is a schematic flow chart of a differential unloading deformation blocking method for extremely high stress and large deformation according to an embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only a part of the embodiments of the present application, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The application provides a difference unloading deformation blocking method for extremely high stress and large deformation, which is used for accurately and effectively avoiding large deformation of an underground chamber.
Fig. 1 is a schematic flow chart of a differential unloading deformation blocking method for extremely high stress and large deformation according to an embodiment of the present application, and the method includes the following steps:
and step S1, determining the maximum range value of the loose circle of the surrounding rock and the plastic zone radius of the surrounding rock.
In the embodiment of the application, the maximum range value of the surrounding rock loosening ring is determined by the following formula:
in the formula, HmaxIs the maximum range value of the loosening ring of the surrounding rock, DmaxMaximum opening diameter of tunnel, σ1Is the initial ground stress value of the rock mass, C is the cohesion of the rock mass,
the internal friction angle of the rock mass, Vw is the hourly infiltration of groundwater.
In the embodiment of the application, the radius of the surrounding rock plastic zone is determined by the following formula:
wherein R is the plastic zone radius of the surrounding rock, DmaxIn order to be the maximum opening diameter of the tunnel,
is the internal angle of friction, σ, of the rock massmaxIs the maximum principal stress of the rock mass, RcIs uniaxial saturated compressive strength of rock mass, KvIs the integrity coefficient of the rock mass, C is the cohesion of the rock mass,
the internal friction angle of the rock mass, Vw the permeation quantity of underground water per hour, and alpha the correction coefficient of the surrounding rock plastic zone, which is generally 1.1.
And step S2, dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside.
And S3, determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and the surrounding rock parameters, and determining a deep supporting range based on the surrounding rock plastic zone radius and the surrounding rock parameters.
In the embodiment of the application, the surrounding rock parameters specifically include the cohesion of the rock mass, the internal friction angle of the rock mass, the uniaxial saturated compressive strength of the rock mass, the maximum principal stress of the rock mass and the integrity coefficient of the rock mass.
In the embodiment of the application, the deep support range is determined by the following formula:
in the formula, L1In the deep support range, R is the plastic zone radius of the surrounding rock, DmaxIs the maximum opening diameter of the tunnel, lambda is the corrected value of the uniaxial saturated compressive strength of the rock mass, RcIs uniaxial saturated compressive strength of rock mass, sigmamaxThe maximum principal stress of the rock mass, C the cohesion of the rock mass,
is the internal friction angle of the rock mass.
In the embodiment of the present application, the shallow support range is specifically determined by the following formula:
in the formula, L2In the shallow supporting range, HmaxIs the maximum range value of the loosening ring of the surrounding rock, sigmamaxThe maximum principal stress of the rock mass, C the cohesion of the rock mass, RcIs the uniaxial saturated compressive strength of the rock mass,
is the internal angle of friction, K, of the rock massvIs the complete coefficient of the rock mass.
And step S4, arranging a steel strand expansion piece in the middle, connecting the deep supporting end part and the shallow supporting end part through a steel strand, and determining unloading completion based on the deformation values of the deep part and the shallow part after reinforcement.
In this embodiment of the application, in step S4, the steel strand extending through the two ends of the steel strand expander is connected to the deep supporting end and the shallow supporting end respectively by a two-stage reinforcing method, so that the surrounding rock loosening ring forms a whole, and the steel strand expander can limit the expansion of the steel strand.
In this embodiment, the step S4 specifically includes the following sub-steps:
s41, calculating the reference deformation of the shallow part after reinforcement through a preset formula;
s42, anchoring the steel strand extending out of one end of the steel strand expansion piece to the deep part;
s43, reinforcing the deep part, and when the deformation of the reinforced deep part reaches one third of the reference deformation, anchoring the steel strand extending out of the other end of the steel strand expansion piece to the shallow part and then reinforcing the shallow part;
and S44, tightening the steel strand after the shallow part is reinforced, and limiting the steel strand when the deformation of the shallow part after reinforcement reaches the reference deformation.
In the embodiment of the present application, the preset formula is specifically as follows:
wherein, delta is deformation of the surrounding rock after shallow part reinforcement, HmaxIs the maximum range value of the loosening ring of the surrounding rock, KvIs the coefficient of integrity of the rock mass, DmaxThe maximum opening diameter of the tunnel.
In a specific application scene, the steel strand expansion piece is a mechanical device for expanding steel strands, the limiting gear is installed in the steel strand expansion piece, elastic strain of the steel strands can be fully exerted through the limiting gear in a deformation allowable range, the gear can be locked after preset displacement is achieved, the purpose of limiting the steel strands to continue to expand and deform is achieved, and the purpose of actively controlling uncoordinated deformation to achieve stress isolation is achieved. Any steel strand expansion piece with the functions can be used, and steel strands made of different materials can be flexibly selected according to the deep supporting range and the shallow supporting range to be connected.
Specifically, the deep part, the middle part and the shallow part of the surrounding rock divided from inside to outside are reinforced by different reinforcing modes and strengths. The telescopic range of a steel strand can be determined through the ratio of deep support to shallow support and the bonding strength of the steel strand and a reinforcing material, so that the final length of the steel strand is limited. When the steel strand is scaled, the groove on the spiral rotating shaft is clamped into the groove of the expansion piece, and unloading is completed. In other words, the calculated shallow deformation is the unloading completion, and the steel strand is limited.
The key point is that a certain pore is generated between the loose ring of the surrounding rock and the rock mass outside the loose ring by a two-section reinforcing method, and the loose ring is reinforced into a whole to form a relatively independent unit with the surrounding rock outside the loose ring. The surrounding rock stress outside the loosening area can not be or slightly be transmitted to the loosening ring. The stress born by the loose ring is reduced. This patent carries out two segmentation reinforcements and finally anchors the pine circle as a whole, is exactly for the transmission of separation stress, reduces the power that strut the required provision. And meanwhile, the overall stability of the surrounding rock is improved.
In order to further illustrate the technical idea of the present invention, the present invention further provides a specific embodiment in combination with a specific application scenario to further explain the technical effect of the present invention.
The method comprises the following steps of selecting a Wenzhan tunnel, wherein the tunnel has a large deformation and damage phenomenon of a large-scale primary support structure in the construction process, and the construction period is seriously influenced. The Wenjianshan tunnel is located in a salt source-Lijiang land-edge notch zone of the Yangzi subplate and located between the Lijiang-Jianchuan fracture zone and the Lijiang-Ning Langdang fracture zone of the northeast structural system. The regional geological structure is complicated, folds and fractures are developed, and the passing range of the line mainly comprises a Ning Langdang settlement zone, a gold sand area uplift zone, a sound settlement zone and a Yulong snow mountain uplift zone.
According to geological survey data and in-situ tests, the rock mass structure is broken, the structural planes are developed and the number of groups is 3, the bonding degree of the main structural planes is poor, the surrounding rock grade is V grade, and the rock mass integrity index K can be obtainedv0.6; design maximum opening diameter Dmax12.5 m; measuring the hourly infiltration volume V of the underground waterw1.38m 3/h; measured rockInitial body ground stress σ122MPa, maximum principal stress sigma of rock massmax25MPa, cohesion c 8MPa, internal friction angle
Uniaxial saturated compressive strength R of surrounding rockc＝12MPa；
Integrating the results of in-situ test data and geological survey data, and substituting the obtained data into the corresponding formula to determine the maximum range value H of the loose circle of the surrounding rockmax6.82m, and the plastic zone radius R of the surrounding rock is 12.75 m;
continuously calculating the deep strong support range L of the surrounding rock through the corresponding formula according to the calculated plastic zone radius of the surrounding rock1When the average grain size is 3.88 to 4.81m, L is1The value is 4.0 m;
continuously calculating the shallow supporting range L through the corresponding formula according to the maximum range of the surrounding rock loosening ring obtained through calculation2When the average thickness is 0.0 to 2.04m, L is2The value is 2.0m, and L can be obtained by calculation1/L2＝2.0。
The deformation delta after shallow strengthening can be determined to be 0.92m through the corresponding formula, so that the shallow strengthening of the surrounding rock is started when the deformation value after deep strengthening is one third of that after shallow strengthening, namely the deformation value of the deep part is 0.31 m;
and finally, measuring the ground stress value of the unloaded surrounding rock to be 10MPa, and successfully solving the problem of large deformation of the tunnel surrounding rock caused by high ground stress through differential unloading.
In conclusion, the difference unloading deformation blocking method for the extremely-high stress large deformation is formed based on the multi-factor condition of tunnel excavation, is suitable for the large deformation of the surrounding rock caused by most high ground stress, is clear in applicable objects, and can be completely suitable for the large-deformation support of various tunnels.
It will be appreciated by those of ordinary skill in the art that the embodiments described herein are intended to assist the reader in understanding the principles of the invention and are to be construed as being without limitation to such specifically recited embodiments and examples. Those skilled in the art can make various other specific changes and combinations based on the teachings of the present invention without departing from the spirit of the invention, and these changes and combinations are within the scope of the invention.
Claims (9)
1. A difference unloading deformation blocking method for extremely high stress and large deformation is characterized by comprising the following steps:
s1, determining the maximum range value of the loose circle of the surrounding rock and the plastic zone radius of the surrounding rock;
s2, dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside;
s3, determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and the surrounding rock parameters, and determining a deep supporting range based on the surrounding rock plastic zone radius and the surrounding rock parameters;
and S4, arranging a steel strand expansion piece in the middle, connecting the deep supporting end part and the shallow supporting end part through a steel strand, and determining unloading completion based on the deformation values of the deep part and the shallow part after reinforcement.
2. The differential unloading deformation blocking method for extremely high stress and large deformation according to claim 1, wherein the maximum range value of the loose circle of the surrounding rock is determined by the following formula:
in the formula, HmaxIs the maximum range value of the loosening ring of the surrounding rock, DmaxMaximum opening diameter of tunnel, σ1Is the initial ground stress value of the rock mass, C is the cohesion of the rock mass,
the internal friction angle of the rock mass, Vw is the hourly infiltration of groundwater.
3. The differential unloading deformation blocking method for extremely high stress and large deformation according to claim 1, wherein the radius of the plasticity zone of the surrounding rock is determined by the following formula:
wherein R is the plastic zone radius of the surrounding rock, DmaxIn order to be the maximum opening diameter of the tunnel,
is the internal angle of friction, σ, of the rock massmaxIs the maximum principal stress of the rock mass, RcThe uniaxial saturated compressive strength of the rock mass, C the cohesive force of the rock mass,
the internal friction angle of the rock mass, Vw the hourly permeation quantity of underground water and alpha the correction coefficient of the surrounding rock plastic zone.
4. The differential unloading deformation blocking method for extremely high stress and large deformation as claimed in claim 1, wherein the surrounding rock parameters specifically comprise the cohesion of the rock mass, the internal friction angle of the rock mass, the uniaxial saturated compressive strength of the rock mass, the maximum principal stress of the rock mass and the integrity coefficient of the rock mass.
5. The extremely high stress large deformation differential unloading deformation blocking method according to claim 4, wherein the deep support range is determined by the following formula:
in the formula, L1For deep support range, DmaxThe maximum opening diameter of the tunnel, R is the plastic zone radius of the surrounding rock, lambda is the corrected value of the uniaxial saturated compressive strength of the rock mass, and R iscIs uniaxial saturated compressive strength of rock mass, sigmamaxThe maximum principal stress of the rock mass, C the cohesion of the rock mass,
is the internal friction angle of the rock mass.
6. The differential unloading deformation blocking method for extremely high stress and large deformation according to claim 4, wherein the shallow support range is determined by the following formula:
in the formula, L2In the shallow supporting range, HmaxIs the maximum range value of the loosening ring of the surrounding rock, sigmamaxThe maximum principal stress of the rock mass, C the cohesion of the rock mass, RcIs the uniaxial saturated compressive strength of the rock mass,
is the internal angle of friction, K, of the rock massvIs the complete coefficient of the rock mass.
7. The differential unloading deformation blocking method for extreme high stress and large deformation as claimed in claim 1, wherein in step S4, the deep support end and the shallow support end are respectively connected to form a whole surrounding rock loosening ring by two-stage reinforcement method through steel strands extending from two ends of a steel strand retractor, and the steel strand retractor can limit the expansion and contraction of the steel strands.
8. The differential unloading deformation blocking method for extremely high stress and large deformation according to claim 1, wherein the step S4 specifically comprises the following steps:
s41, calculating the reference deformation of the shallow part after reinforcement through a preset formula;
s42, anchoring the steel strand extending out of one end of the steel strand expansion piece to the deep part;
s43, reinforcing the deep part, and when the deformation of the reinforced deep part reaches one third of the reference deformation, anchoring the steel strand extending out of the other end of the steel strand expansion piece to the shallow part and then reinforcing the shallow part;
and S44, tightening the steel strand after the shallow part is reinforced, and limiting the steel strand when the deformation of the shallow part after reinforcement reaches the reference deformation.
9. The differential unloading deformation blocking method for extremely high stress and large deformation according to claim 1, wherein the preset formula is specifically as follows:
wherein, delta is deformation of the surrounding rock after shallow part reinforcement, HmaxIs the maximum range value of the loosening ring of the surrounding rock, KvIs the coefficient of integrity of the rock mass, DmaxThe maximum opening diameter of the tunnel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210100284.6A CN114439545B (en) | 2022-01-27 | 2022-01-27 | Extremely high stress large deformation difference unloading deformation blocking method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210100284.6A CN114439545B (en) | 2022-01-27 | 2022-01-27 | Extremely high stress large deformation difference unloading deformation blocking method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN114439545A true CN114439545A (en) | 2022-05-06 |
| CN114439545B CN114439545B (en) | 2023-02-28 |
Family
ID=81370231
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210100284.6A Active CN114439545B (en) | 2022-01-27 | 2022-01-27 | Extremely high stress large deformation difference unloading deformation blocking method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114439545B (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711507A (en) * | 2013-12-05 | 2014-04-09 | 中国矿业大学 | Method for controlling deformation of large broken rock zone roadway by using multi-steel stranded wire combined supporting device |
| US20170009575A1 (en) * | 2015-07-09 | 2017-01-12 | Conocophillips Company | Rock strength and in-situ stresses from drilling response |
| CN107657124A (en) * | 2017-09-30 | 2018-02-02 | 成都理工大学 | A kind of loss of anchorage force of pre-stressed anchor cable computational methods for considering the strong off-load of high slope |
| CN108385698A (en) * | 2018-02-07 | 2018-08-10 | 华东交通大学 | A kind of prestressd anchor cable regulating device |
| CN108509746A (en) * | 2018-04-16 | 2018-09-07 | 辽宁工程技术大学 | A kind of Exploring Loose Rock Country in Tunnels method of determining range |
| CN111119925A (en) * | 2018-10-31 | 2020-05-08 | 冯福东 | Deep roadway supporting method based on loosening ring theory |
-
2022
- 2022-01-27 CN CN202210100284.6A patent/CN114439545B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711507A (en) * | 2013-12-05 | 2014-04-09 | 中国矿业大学 | Method for controlling deformation of large broken rock zone roadway by using multi-steel stranded wire combined supporting device |
| US20170009575A1 (en) * | 2015-07-09 | 2017-01-12 | Conocophillips Company | Rock strength and in-situ stresses from drilling response |
| CN107657124A (en) * | 2017-09-30 | 2018-02-02 | 成都理工大学 | A kind of loss of anchorage force of pre-stressed anchor cable computational methods for considering the strong off-load of high slope |
| CN108385698A (en) * | 2018-02-07 | 2018-08-10 | 华东交通大学 | A kind of prestressd anchor cable regulating device |
| CN108509746A (en) * | 2018-04-16 | 2018-09-07 | 辽宁工程技术大学 | A kind of Exploring Loose Rock Country in Tunnels method of determining range |
| CN111119925A (en) * | 2018-10-31 | 2020-05-08 | 冯福东 | Deep roadway supporting method based on loosening ring theory |
Also Published As
| Publication number | Publication date |
|---|---|
| CN114439545B (en) | 2023-02-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108533287B (en) | Deep-buried grotto excavation construction method based on regional fracture evolution analysis of surrounding rock | |
| CN107130979A (en) | A kind of shield sky pushes through the section of jurisdiction float Structure and construction method of Tunneling by mining method | |
| CN109060521B (en) | Regional fracture evolution analysis method for surrounding rock of deep-buried cavern | |
| US11067392B2 (en) | Anchor bolt length determination method based on monitoring of roof rock stratum horizontal extrusion force | |
| CN104775787B (en) | Uphole method for sealing on a kind of breaking surrounding rock hydraulic fracturing layer-through drilling | |
| CN101603431A (en) | A kind of method for reinforcing outburst-prone coal seam cross-cut coal uncovering | |
| CN110439497A (en) | Drill multistage closure, fracturing, slip casting, water filling integration apparatus and application method | |
| CN108843329B (en) | Tunnel excavation construction method based on regional surrounding rock fracture evolution analysis | |
| CN108590667B (en) | Tunnel excavation and primary support method based on regional surrounding rock fracture evolution analysis | |
| CN105804766B (en) | A kind of computational methods of tunnel lining design | |
| CN111720148A (en) | Section coal pillar self-anchoring opposite-pulling anti-scour anchor cable and using method thereof | |
| CN111985101A (en) | Deep well impact dangerous roadway branch unloading coupling scour prevention method | |
| CN112483121A (en) | Anti-loosening support method for columnar joint surrounding rock of underground cavern | |
| CN210798914U (en) | Drilling multi-section plugging, fracturing, grouting and water injection integrated equipment | |
| CN114439545B (en) | Extremely high stress large deformation difference unloading deformation blocking method | |
| CN112943327A (en) | Underground chamber active controllable yielding support system and method for stratum support | |
| CN108760487A (en) | Deep cavern country rock subregion failure evolvement analysis method based on rockbolt stress analysis | |
| CN103215947A (en) | Novel freezing pipe | |
| CN212154699U (en) | Prevent balanced atmospheric pressure system of rock burst | |
| CN110399687B (en) | Equivalent parameter determination method for tunnel face pre-support and pre-reinforcement | |
| CN108647403A (en) | Calculation method for tunnel pipe shed limit bearing capacity calculation model | |
| CN209959248U (en) | Internal injection type static broken coal seam surrounding rock pressure relief device | |
| CN102337914A (en) | Welding type anchor rod with dynamic and static combination | |
| JPS61179999A (en) | Method of excavating tunnel to rock | |
| Wu et al. | Discussion on reasonable clear spacing of twin-tunnels in weak surrounding rock: Analytical solution and numerical analysis |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |